CN101446081B - Concrete face for rockfill dam - Google Patents

Concrete face for rockfill dam Download PDF

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Publication number
CN101446081B
CN101446081B CN2008102353765A CN200810235376A CN101446081B CN 101446081 B CN101446081 B CN 101446081B CN 2008102353765 A CN2008102353765 A CN 2008102353765A CN 200810235376 A CN200810235376 A CN 200810235376A CN 101446081 B CN101446081 B CN 101446081B
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CN
China
Prior art keywords
panel
main board
dam
floor
parts
Prior art date
Application number
CN2008102353765A
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Chinese (zh)
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CN101446081A (en
Inventor
殷德顺
王保田
郭兴文
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河海大学
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Priority to CN2008102353765A priority Critical patent/CN101446081B/en
Publication of CN101446081A publication Critical patent/CN101446081A/en
Application granted granted Critical
Publication of CN101446081B publication Critical patent/CN101446081B/en

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Abstract

The invention discloses a concrete face for concrete face rockfill dam, which comprises costalia parts on two sides and a main board part arranged in the middle; each of the main board part and the costalia parts comprises an upper part, a middle part and a lower part which are all plane boards; the main board part and the costalia parts form an arced shape; the angles formed by the main board part and the costalia parts are 4 to 12 degree, and the two angles can be different; the main board part and the upper, the middle and the lower parts of the costalia parts also form an arc shape, and the included angles are 3 to 12 degrees; and the panel slits among the face plate units of the main board part and the costalia parts are fold-line type. Compared with the prior art, compression force is generated between the costalia parts and the rack around, so that the peripheral gap can not split; the face plate units in the invention are occluded with each other, so that the face plates are uneasy to conduct fault movement; and under long-term water effect, the peripheral gap and the splits of the face plates are combined together more firmly, and water seepage phenomenon is avoided.

Description

The concrete slab that is used for loose rock dam
Technical field
The present invention relates to civil engineering, hydrotechnics field, especially a kind of panel that is used for Concrete Face Rockfill Dam.
Background technology
Loose rock dam dam section is from upstream to the downstream and is followed successively by concrete slab, bedding material district, transition material district, main stockpile district, downstream stockpile district, and wherein concrete slab is as the main stress surface and the anti-water surface, and is the most important in construction.Present concrete slab is a flat plate panel, when slab integral is stressed face to face, panel is subjected to the extruding or the impact force of water, panel can produce a distortion, thus dam face slab and surrounding enviroment to be connected seam be all side seams because of the distortion at middle part produces a pulling force that ftractures with periphery, see Fig. 9, therefore, all side seams of dam ftracture easily, cause seepage, landslide, damage until dam body.Simultaneously, constitute seam between several unit boards of dam face slab and also be straight line seam, under the effect of long-term water, also be easy to generate along the changing of the relative positions of aspect between each unit board and open along aspect, cause the panel seam cracking between panel unit and the panel unit, thereby cause seepage.
Summary of the invention
Technical problem to be solved by this invention is at above-mentioned the deficiencies in the prior art, prevents all side seam crackings and the panel seam changing of the relative positions and opens raising loose rock dam panel safe in utilization and provide a kind of.
For solving the problems of the technologies described above, the present invention adopts following technical scheme: a kind of concrete slab that is used for loose rock dam, it is made up of both sides floor part and the main board that is arranged between the floor part of both sides, described main board and floor part are respectively by last, in, following three formations, described main board, on floor part and formation main board and the floor part, in, following three all is dull and stereotyped, constitute arc between described main board and the floor part, the angle of the floor part of the described main board and first side is 4~12 °, and the angle of the floor part of the described main board and second side is 4~12 °; Constitute arcly between three of the upper, middle and lower of described main board and floor part, and the angle between three of the upper, middle and lower is 3~12 °.
Described mainboard is made up of a plurality of panel units, and the panel seam between adjacent two panel units is broken line, and described floor part is made up of a plurality of panel units, and the panel seam between adjacent two panel units is broken line.
Described panel unit can be decomposed into a plurality of hexagon plates that prolong vertical arrangement as required.
Compared with prior art, the beneficial effect of face-plate of rockfill dam of the present invention is:
1, panel of the present invention partly is made of main board and floor, and form an angle between main board and the floor part, thereby main board is supported by two floor parts, so when main board is subjected to the pressure of water, the extruding force of main board will partly discharge along two floors, thereby around the floor part, contact and form extruding force between the rock mass, see Figure 10; As a same reason, the arc design that each part (main board and floor part) upper, middle and lower are three makes between three D score pieces and the ground and also produces extruding force; Therefore, panel will be tightr with contacting on every side, and can not ftracture because of all side seams produce pulling force as existing flat plate panel.So all side seams of panel of the present invention can not ftracture, and are opposite, under the long term of water, all side seams can be more firm, thereby also can not produce the infiltration phenomenon.
2, the connection seam between the unit board of formation panel is broken line, so when the changing of the relative positions up and down of unit board, also be subjected to the extruding force of incline direction between the unit board, has stoped the dislocation up and down of unit board, so Cuo Wei possibility obviously reduces up and down.In addition, be subjected to contact rock mass extruding force (being pulling force during slab design) on every side between the panel unit of floor part, stoped opening between the unit board, so the possibility of panel seam cracking also obviously reduces.
3, constituting panel unit of the present invention can be made up of a plurality of hexagon plates, and the non-rectangle joint face between plate and the plate draws when interacting mutually, be difficult for producing relative displacement, so the dam face slab structure is firm, solid, and long service life.
Description of drawings
Fig. 1 is the structural representation of panel of the present invention.
Fig. 2 is the improvement structural representation of panel of the present invention.
Fig. 3 is face dam dam body standard cross-section figure of the present invention.
Fig. 4 is a face dam panel top plan view of the present invention.
Fig. 5 constitutes the size indication figure of the small plate of panel unit.
Fig. 6 panel finite element grid is divided and the cross section drawing of site.
Fig. 7 is a panel stress isogram of the present invention.
7 (a) aspect stress contour figure wherein, 7 (b) are the axial stress isogram.
Fig. 8 is the stress contour figure of plate panel.
8 (a) aspect stress contour figure wherein, 8 (b) are the axial stress isogram.
Fig. 9 is the force analysis figure of plate panel.
Wherein: dotted line is a deformation curve.
Figure 10 is the force analysis figure of panel of the present invention.
Wherein: dotted line is a deformation curve.
The specific embodiment
Below in conjunction with specific embodiment the present invention is elaborated:
Be example to reach out the power station below, the concrete slab that will reach out the power station is for being designed to three surface plates, and three surface plate archwises.This is arc is made up of the main board 1 of centre and the floor part 2 on both sides, if from stressed reasonable angle analysis, the structure stress of circular arc or oval camber is the most reasonable, and consider the needs of construction, main board 1 and floor part 2 are designed to plane, schematic diagram is seen Fig. 1, it is made up of both sides floor part 2 and the main board 1 that is arranged between the both sides floor part 2, and that each part (main board and floor part) is divided is last 3, in 4, descend 5 three, each piece all is dull and stereotyped, constitutes arc each other; Main board 1 is respectively 4~12 ° with the angle of the floor part 2 of both sides, and main board 1 can be inconsistent with the angle of both sides floor 2, such as, the angle of the main board 1 and the first side rib plate can be 4 °, and with the angle of opposite side floor can be 7 °; Main board 1 and floor part 2 last 3, in 4, the angle between 5 three also is 3~12 ° down, equally also can be inconsistent.
For reaching out the power station, concrete face rockfill dam panel of the present invention adopts the slow form of the upstream and downstream gradient, and the dam body standard cross-section is seen Fig. 3.
The dam crest elevation is 1595.0m, and width at dam crest 8.0m starts at from excavating back toe board foundation plane, and maximum height of dam is 33.0m, starts at from axis of dam foundation plane, and maximum height of dam is 25.0m.
The dam upstream dam slope is for being that three dam slopes of 1:1.90,1:1.70 and 1:1.50 are formed by ratio of slope.Wherein ratio of slope is that the dam slope horizontal length of 1:1.90 is 19.00m, and ratio of slope is that the dam slope horizontal length of 1:1.70 is 17.00m, and ratio of slope is that the dam slope maximum horizontal length of 1:1.50 is 16.50m., the downstream dam slope is 1:1.50.
The dam section is from upstream to the downstream and is followed successively by concrete slab, bedding material district, transition material district, main stockpile district, downstream stockpile district.Concrete slab adopts equal thickness, thickness 0.30m; Horizontal widths such as bedding material Qu Wei, width 2.0m; Horizontal widths such as transition material Qu Wei, width 3.0m; The slope, boundary is distinguished than being 1:0.2 with the downstream stockpile by main stockpile district.
The concrete toe board places the agitation pile top, and thickness is 0.6m, maximum horizontal extent 6.0m.
Can only find out the arc variation along aspect from the cross-sectional drawing, axial broken line changes meeting plate top plan Fig. 4 along the dam, and the degree of both sides floor part is respectively 32m and 36m (dam crest length overall 152m), and knuckle is 6 °, with the trouble that reduces construction is brought as far as possible.
Plate panel panel seam is straight up and down along aspect, make easily and produce the changing of the relative positions between the panel, in order to address this problem, the main board 1 of panel of the present invention and floor part 2 adopt a plurality of panel units 11 to be spliced, formation panel seam 12 between panel unit 11, panel unit 11 also can be designed to the shape that the polylith hexagon is formed, as Fig. 2, solid line is the shape of panel seam 12 among the figure, dotted line only is to be drawn on the schematic diagram for the ease of distinguishing small plate, if need the panel transverse joint in the middle of the reality, as long as adjacent two row dotted lines are up and down made seam.Can find out that by Fig. 2 the panel seam has become " interlocking " form.
Because present concrete face rockfill dam all adopts slding form operation, and the width of sliding formwork is 12 meters wide mostly, so, in the design that reaches out the power station panel, adopt L1=13 rice, L2=11 rice for hexagonal size in the middle of the panel, between 13 meters, get (L1 at 8 meters according to actual conditions for H, L2, H sees Fig. 5), also carry out corresponding change in size for the small plate that is in the edge according to actual conditions; The top of panel seam and bottom the trend of (front and rear edge seam) be along aspect, wherein front and rear edge design width is 8 meters, why becomes aspect to move towards the front and rear edge joint designs, mainly is based on to be convenient to construct and the consideration of the gravity that panel is mainly born.
The same with plate Concrete Face Rockfill Dam, face dam of the present invention with the dimensional Finite Element scope with the interface of basement rock and dam body or soft soil foundation as the border.According to the river valley situation, axially intercept 17 sections along the dam, arrange to divide 21 layers according to ground and dam body construction along the height of dam direction.Panel mesh generation and finite element cross section place are seen Fig. 6, and the Goodman osculating element is set between concrete slab and the bed course.Concrete slab seam, all side seams are provided with the seam linkage unit.Subdivision goes out 3792 unit altogether, 4153 nodes.Wherein panel unit is 121,110 of panel seam unit, 16 of all side seams unit.Dam body and ground adopt Duncan ripe on a engineering-model during FEM (finite element) calculation, and material parameter all sees Table 1.
Whole calculating simulation process is also similar with plate face dam dam.
The result is by time of completion and the arrangement of normal pool level operating mode.Dam structure stress displacement maximum value sees Table 2, and for the ease of having listed file names with the corresponding stress displacement maximum value of plate dam in the comparison sheet, the panel stress isogram is seen Fig. 8.
Table 1 reaches reactor startup masonry dam material E-μ model parameter
Three dimensional non-linear result of finite element and analysis
Table 2 panel of the present invention and plate face dam structural stress displacement maximum value
Because ground is weak relatively, so, after the retaining, big tensile stress district has appearred in plate panel bottom regional area and right bank, aspect and axial maximum tension stress value are respectively 1290kPa and 796kPa, as shown in Figure 8, though and panel of the present invention has also produced the tensile stress district, but obviously reduce with respect to plate, aspect and axial maximum tension stress value also are reduced to 957kPa and 605kPa respectively, as shown in Figure 7, this explanation panel of the present invention can obviously reduce tensile stress, thereby helps dam safety.
By table 2 as can be seen, the change of dam type influences dam body and foundation displacement, stress hardly.All in normal ranges, comparatively speaking, the distortion of panel of the present invention is less than plate panel for two kinds of dam type concrete slabs distortion numerical value, and panel promptly of the present invention can reduce distortion; Two kinds of dam type panel seams are little with the displacement of three directions of all side seams, and with regard to opening distortion, panel of the present invention more helps reducing to open the size of seam; Because panel seam of the present invention is " interlocking " formula, by relatively finding to be significantly less than plate panel along the changing of the relative positions of seam length direction.As seen, panel designs of the present invention can effectively reduce the distortion of panel seam and all side seams, and its force analysis figure sees Figure 10.
In a word, show that by three-dimensional finite element method numerical computations employing panel of the present invention can reduce panel aspect and axial tensile stress effectively, the distortion of opening of panel seam and all side seams simultaneously also all reduces.Its explanation panel designs of the present invention has reached intended purposes.

Claims (3)

1. concrete slab that is used for loose rock dam, it is characterized in that: it by both sides floor part (2) and be arranged on the both sides floor partly the main board (1) between (2) form, described main board (1) and floor part (2) are respectively by last (3), in (4), following (5) three formations, constitute go up (3) of main board (1) and floor part (2), in (4), (5) three all is dull and stereotyped down, constitute arc between described main board (1) and the floor part (2), described main board (1) is 4~12 ° with the angle of the floor part of first side, and described main board (1) is 4~12 ° with the angle of the floor part of second side; Constitute between three of the upper, middle and lower of described main board (1) and floor part (2) arc, and go up, in angle between two be 3~12 °, in, the angle between following two is 3~12 °.
2. the concrete slab that is used for loose rock dam according to claim 1, it is characterized in that: described main board (1) is made up of a plurality of panel units (11), panel seam (12) between adjacent two panel units (11) is a broken line, described floor part (2) is made up of a plurality of panel units (11), and the panel seam (12) between adjacent two panel units (11) is a broken line.
3. the concrete slab that is used for loose rock dam according to claim 2 is characterized in that: described panel unit (11) is longitudinally arranged by a plurality of hexagon plates and is formed.
CN2008102353765A 2008-12-03 2008-12-03 Concrete face for rockfill dam CN101446081B (en)

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Application Number Priority Date Filing Date Title
CN2008102353765A CN101446081B (en) 2008-12-03 2008-12-03 Concrete face for rockfill dam

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CN101446081B true CN101446081B (en) 2010-07-14

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Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102587329B (en) * 2012-04-12 2014-01-22 河海大学 Arched combined faceplate for earth-rock dam and construction method thereof
CN104060580B (en) * 2014-06-05 2016-04-13 河海大学 Compensate for displacement eliminates the method for high facial mask loose rock dam antiseepage film anchoring place chucking effect
CN105507211B (en) * 2015-12-29 2017-10-10 云南华电金沙江中游水电开发有限公司 Power transmission stool
CN109549460A (en) * 2017-09-27 2019-04-02 佛山市顺德区美的电热电器制造有限公司 Panel assembly and cooking apparatus with it
CN108517840B (en) * 2018-04-18 2020-02-21 四川大学 Three-dimensional deformation-reduced anti-extrusion-damage panel dam

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1515754A (en) * 2002-12-31 2004-07-28 中国水利水电科学研究院结构材料研究 Surface plate crack-resisting designing method of surface plate rock-fill dam
CN1587536A (en) * 2004-07-15 2005-03-02 国家电力公司华东勘测设计研究院 Back ward water draining system of face plate rock-fill dam dam body and its construction method
US20060013655A1 (en) * 2004-06-30 2006-01-19 Barnard Construction Method and apparatus for constructing filter zones in earthfill dams
CN101058974A (en) * 2005-12-21 2007-10-24 中国水利水电第一工程局 Once forming construction technique for concrete panel rock fill dam bedding material and slope fixing mortar
CN101285305A (en) * 2008-06-04 2008-10-15 中国水电顾问集团华东勘测设计研究院 Folded line type concrete panel rock-fill dam and construction method thereof

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1515754A (en) * 2002-12-31 2004-07-28 中国水利水电科学研究院结构材料研究 Surface plate crack-resisting designing method of surface plate rock-fill dam
US20060013655A1 (en) * 2004-06-30 2006-01-19 Barnard Construction Method and apparatus for constructing filter zones in earthfill dams
CN1587536A (en) * 2004-07-15 2005-03-02 国家电力公司华东勘测设计研究院 Back ward water draining system of face plate rock-fill dam dam body and its construction method
CN101058974A (en) * 2005-12-21 2007-10-24 中国水利水电第一工程局 Once forming construction technique for concrete panel rock fill dam bedding material and slope fixing mortar
CN101285305A (en) * 2008-06-04 2008-10-15 中国水电顾问集团华东勘测设计研究院 Folded line type concrete panel rock-fill dam and construction method thereof

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